Technical guide qÜÉ=ìëÉ=çÑ=ëí~åÇ~êÇë=Ñçê=Üçí=ãáñÉë=...Technical guide qÜÉ=ìëÉ=çÑ=ëí~åÇ~êÇë=Ñçê=Üçí=ãáñÉë= = The CFTR is a federative

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Technical guide

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The Technical Department for Transport, Roads and Bridges Engineering and Road Safety (Service d'études techniques des routes et autoroutes - Sétra) is a technical department within the Ministry of Transport and Infrastructure. Its field of activities is the road, the transportation and the engineering structures.

The Sétra supports the public owner The Sétra supplies State agencies and local communities (counties, large cities and urban communities) with informations, methodologies and tools suited to the specificities of the networks in order to: • improve the projects quality; • help with the asset management; • define, apply and evaluate the public policies; • guarantee the coherence of the road network and state of the art; • put forward the public interests, in particular within the framework of European standardization; • bring an expertise on complex projects.

The Sétra, producer of the state of the art Within a very large scale, beyond the road and engineering structures, in the field of transport, intermodality, sustainable development, the Sétra: • takes into account the needs of project owners and prime contractors, managers and operators; • fosters the exchanges of experience; • evaluates technical progress and the scientific results; • develops knowledge and good practices through technical guides, softwares; • contributes to the training and information of the technical community.

The Sétra, a work in partnership • The Sétra associates all the players of the French road community to its action: operational services; research organizations; Scientific and Technical Network (Réseau Scientifique et Technique de l'Equipement – RST), in particular the Public Works Regional Engineering Offices (Centres d'études techniques de l'Equipement – CETE), companies and professional organizations; motorway concessionary operators; other organizations such as French Rail Network Company (Réseau Ferré de France – RFF) and French Waterways Network (Voies Navigables de France - VNF); Departments like the department for Ecology and Sustainable Development…

• The Sétra regularly exchanges its experience and projects with its foreign counterparts, through bilateral co-operations, presentations in conferences and congresses, by welcoming delegations, through missions and expertises in other countries. It takes part in the European standardization commissions and many authorities and international working groups. The Sétra is an organization for technical approval, as an EOTA member (European Organisation for Technical Approvals).

Technical guide

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The CFTR is a federative structure which joins together various components of the Frenchroad community in order to work out an expression of the state of the art shared by all andused as reference to the road professionals in the fields of pavements, earthworks and roaddrainage.

Main actions of the CFTR: • laying down documents expressing the state of the art, • drawing up technical advices on fitness for the use of processes, products and

equipments, as well as qualification documents for equipments; • issuing approvals for road laboratories; • carrying out procedures of certification and conformity with standards.

Published by Sétra and carried out by the French Road Engineering Committee (CFTR) This document is the translation of the work "Utilisation des normes enrobés à chaud", published in January 2008 under the reference 08401

French Road Engineering Committee Association ruled under the law of 1st july 1901. Its Head office is located at: 10 rue Washington 75008 Paris Phone: 33 (0)1 44 13 32 87 – Fax: 33 (0)1 42 25 89 99 mél : [email protected] internet : http://www.cftr.asso.fr

The use of standards for hot mixes – Technical guide

– 4 – january 2008

This guide was drafted as part of the activities of the sectoral committee on "methodology" of the French Road Engineering Committee (CFTR), by working group made up of representatives of the Scientific and Technical Network of the Ministry with responsibility for public works, the technical directorates of contractors and builders in the field of roads and civil aviation (STAC, ADP) and motorway companies (ASFA).

Its content has been validated by a survey conducted among CFTR members.

Drafting Committee:

Georges Aussedat (UNPG)

Thomas Caillot (Sétra)

Samuel Charpentier (CETE Normandie-Centre – LRPC de Blois)

Jean-Luc Delorme (DREIF – LREP)

Bernard Depaux (STAC)

Hervé Guiraud (Sétra)

François Jullemier (ADP)

Jean-François Lafon (CETE Sud-Ouest – LRPC de Toulouse)

Francis Letaudin (SACER)

Benoît Masson (ASFA)

Jean-Paul Michaut (Société Colas)

Samir Soliman (EUROVIA Management)

Patrick Vangrevenynghe (CETE Méditerranée – LRPC d'Aix)

François Verhee (USIRF)


– 5 – january 2008

Contents

1 - References to standards, terminology .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 1.1 - References to standards 7 1.2 - Remarks 9 2 - The bituminous materials used in France, use and characteristics ..... 10 2.1 - Use 10 2.2 - Classi f icat ion 10 2.3 - Character ist ics of mixes and road mast ic asphal ts 11 3 - Type test and level of mix design for bituminous coated materials .... . 12 3.1 - Type test 12 3.2 - Mix design level 12 4 - Characterist ics of the aggregate .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 5 - The characterist ics of f ines .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 5.1 - The character ist ics of f i l lers 15 5.2 - Qual i ty of f ines and part ic les < 0.125 mm in sands and graded aggregate 15 6 - Coating binders ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 7 - Reclaimed asphalt .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 7.1 - The use of recla imed asphal t 16 7.2 - Average binder content and i ts range 16 7.3 - Minimum penetrat ion or maximum TR & B of the binder in the reclaimed asphalt and their ranges 17 7.4 - The grading uni formity of recla imed asphal t 17 7.5 - Intr insic character ist ics and angular i ty 17 8 - Manufacture, laying, tests (reminder)... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 8.1 - Manufacture 18 8.2 - Laying and tests 18 9 - How to use this guide.... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Annexe A : Mix design .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 Annexe B : Minimum specif ications for aggregate in mixes .... . . . . . . . . . . . . . . . . 22 Annexe C : Performance summary tables Empirical approach .... . . . . . . . . . . . 23 Annexe D : Performance summary tables Fundamental approach ..... . . . . . . 28 Annexe E : Reclaimed asphalt information sheet ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 Annexe F : List of tables 36


– 6 – january 2008

The French standards which are derived from European standards for mixes specify families of mixes, their compositions and their performance. They cover the contexts where mixes are used in France, for wearing courses, base courses or sub-base and roadbase layers.

This documents sets out to select those European standards which apply in the French context and to supplement them with the characteristics of the aggregate and the features of manufacturing, laying and testing which are specific to France. In addition, it sets out the nomenclature and the composition of the mixes used, the different stages of the mix design which are applied and how these correspond to European standards.

These French standards which are derived from European standardization give no indication about the transport and laying of the mixes nor their use according to traffic, altitude or climate. Consequently, the French standard NF P 98 150-1, which replaces the standard NF P 98-150 of 1992, concerning manufacture, transport and laying is an indispensable supplement to the series of French standards. This standard lays down the requirements concerning deformation of the substrate or existing pavement before the laying of a new layer of mix, the proportions to be used for tack coats, the thicknesses to be laid depending on the type of mix, the tests to be performed and the corresponding specifications for in-situ density for all layers and the macrotexture for wearing courses. This guide does not detail the last items but refers readers to the document in which they are set out.

The NF EN standards currently allow for two different mix design approaches: • the first, known as the empirical approach, consists of selecting the grading curve, the void contents, the water

resistance, the resistance to rutting, the grading envelope and curve and the binder content; • the second, known as the fundamental approach, applies a number of requirements with regard to water resistance,

voids contents and rutting resistance but adds the complex and fatigue moduli. In the second approach, the binder content and the grading curve are not fixed. It is this approach which is the most frequently used in France.

It is obvious that these approaches cannot be combined, so one or other must be selected. Ultimately, in Europe, the empirical approach should be replaced by the fundamental approach. N.B.: It should be borne in mind that binder content is expressed as a percentage of the total mass of the mix.

Some of the provisions in this document may be used for products, binders or aggregate which are not currently covered by the standards.


– 7 – january 2008

1 - References to standards, terminology 1.1 - References to standards NF EN 12697-1 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 1 : teneur en liant soluble (Bituminous mixtures - Test methods for mix asphalt - Part 1 : soluble binder content) NE EN 12697-2 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 2 : granulométrie (Bituminous mixtures - Test method for hot mix asphalt - Part 2: Determination of particle size distribution) NF EN 12697-5 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 5 : masse maximale (masse volumique réelle) des matériaux bitumineux (Bituminous mixtures - Test methods for hot mix asphalt - Part 5: Determination of the maximum density) NF EN 12697-12 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 12 : détermination de la sensibilité à l’eau des éprouvettes bitumineuses (Bituminous mixtures - Test methods for hot mix asphalt - Part 12 : determination of the water sensitivity of bituminous specimens) NF EN 12697-19 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 19 : perméabilité des éprouvettes (Bituminous mixtures - Test methods for hot mix asphalt - Part 19 : permeability of specimen) NF EN 12697-20 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 20 : essai cubes ou éprouvettes Marshall (Bituminous mixtures - Test methods for hot mix asphalt - Part 20 : indentation using cube or Marschall specimens) NF EN 12697-21 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 21 : essai plaques (Bituminous mixtures - Test methods for hot mix asphalt - Part 21 : indentation using plate specimens) NF EN 12697-22 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 22 : essai d’orniérage (Bituminous mixtures - Test methods for hot mix asphalt - Part 22 : wheel tracking) NF EN 12697-24 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 24 : résistance à la fatigue (Bituminous mixtures - Test methods for hot mix asphalt - Part 24 : Resistance to fatigue) NF EN 12697-26 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 26 : module (Bituminous mixtures - Test methods for hot mix asphalt - Part 26 : stiffness)

NF EN 12697-31 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 31 : confection d’éprouvette à la presse à compactage giratoire (Bituminous mixtures - Test methods for hot mix asphalt - Part 31 : specimen preparation by gyratory compactor)

NF EN 12697-41 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 41 : résistance aux fluides de déverglaçage (Bituminous mixtures - Test methods for hot mix asphalt - Part 41 : resistance to de-icing fluids) NF EN 12697-43 : Mélanges bitumineux – Méthode d’essai pour mélange hydrocarboné à chaud - Partie 43 : résistance aux carburants (Bituminous mixtures - Test methods for hot mix asphalt - Part 43: Resistance to fuel) NF EN 13043 : Granulats pour mélanges hydrocarbonés et pour enduits superficiels utilisés dans la construction des chaussées, aérodromes et d’autres zones de circulation (Aggregates for bituminous mixtures and surface treatments for roads, airfields and other trafficked areas)

XP P 18-545 : Granulats – Éléments de définition, conformité et codification (Aggregates - Defining elements, conformity and coding) NF EN 13108-1 : Mélanges bitumineux – Spécifications des matériaux - Partie 1 : enrobés bitumineux (Bituminous mixtures - Material specifications - Part 1 : asphalt concrete) NF EN 13108-2 : Mélanges bitumineux – Spécifications des matériaux - Partie 2 : bétons bitumineux très minces (Bituminous mixtures - Material specifications - Part 2 : asphalt concrete for very thin layers)

NF EN 13108-3 : Mélanges bitumineux – Spécifications des matériaux - Partie 3 : bétons bitumineux souples (Bituminous mixtures - Material specification - Part 3 : soft asphalt)


– 8 – january 2008

NF EN 13108-6 : Mélanges bitumineux – Spécifications des matériaux - Partie 6 : asphaltes coulés routiers (Bituminous mixtures - Material specifications - Part 6 : mastic asphalt) NF EN 13108-7 : Mélanges bitumineux – Spécifications des matériaux - Partie 7 : bétons bitumineux drainants (Bituminous mixtures - Material specifications - Part 7 : porous asphalt) NF EN 13108-8 : Mélanges bitumineux – Spécifications des matériaux - Partie 8 : agrégats d’enrobés (Bituminous mixtures - Material specifications - Part 8 : reclaimed asphalt) NF EN 13108-20 : Mélanges bitumineux – Spécifications des matériaux - Partie 20 : épreuve de formulation (Bituminous mixtures - Materials specifications - Part 20 : type testing)

NF EN 13108-21 : Mélanges bitumineux – Spécifications des matériaux - Partie 21 : maîtrise de la production (Bituminous mixtures - Material specifications - Part 21 : factory production control)

NF P 98-149 : Enrobés hydrocarbonés- Terminologie – composants et composition des mélanges – mise en œuvre- produits- techniques et procédés (Asphalt - Terminology - Components and composition of mixtures - Implementation - Products - Techniques and processes)


– 9 – january 2008

Terminology AC: asphalte coulé routier (road mastic asphalt) AT: asphalte coulé pour trottoir (footpath mastic asphalt) BBSG: béton bitumineux semi grenu (semi-course asphalt concrete) BBME: béton bitumineux à module élevé (high modulus asphalt concrete) BBM: béton bitumineux mince (asphalt concrete for thin layers) BBTM: béton bitumineux très mince (asphalt concrete for very thin layers) BBDr: béton bitumineux drainant (porous asphalt) BBA: béton bitumineux aéronautique (airfield asphalt concrete) BBCS: béton bitumineux pour couches de surface de chaussées souples à faible trafic (asphalt concrete for low traffic flexible pavements) EME: enrobé à module élevé (high modulus asphalt concrete) GB: grave bitume (road base asphalt) GSP: gyratory shear press ( PCG : Presse à Cisaillement Giratoire)

1.2 - Remarks Each “product” standard includes, before the NF EN standard proper, a national foreword which provides guidance on the characteristics which are suggested should be used in France among the very large number of possibilities provided by the European standard.

Asphalt concrete for low traffic flexible pavements (BBCS) musts not be confused with the standards for soft asphalt (NF EN 13108-3) for which the binders are classified on the basis of the viscosity of the bitumen and not its penetration grade.

Hot Rolled Asphalt (NF EN 13108-4), Stone Mastic Asphalt (NF EN 13108-5) and Soft Asphalt (NF EN 13108-3) are not used in France and there is no French experience on how they behave under heavy 13 tonne axle load traffic. Consequently, these products are not dealt with in this document.


– 10 – january 2008

2 - The bituminous materials used in France, use and characteristics 2.1 - Use The following bituminous materials are used in pavement layers: • wearing courses:

BBSG, BBME, BBM, BBTM, BBDR for all types of traffic, BBA for all airfield traffic, BBCS for low traffic flexible pavements and AC;

• base courses: BBSG, BBME, BBM for all types of traffic. BBA for all airfield traffic and BBCS for low traffic flexible pavements;

• sub-base and roadbase layers: GB, EME for all types of traffic.

2.2 - Classification Table 1 below uses the terminology used in this document and states the corresponding European standard, the number of the relevant table and the use which is made of the mix. The fourth column states which of the mix design tables in Annex A should be used.

French name

European standard Use Mix design

Characteristics of the aggregate Specification*

BBSG 13108-1 Wearing course Annex A Table 16 Annex B Table 20

Annex C empirical and fundamental

BBSG 13108-1 Base course Annex A Table 16

Annex B Table 20


BBME 13108-1 Wearing course Annex A Table 16 Annex B Table 20

Annex C fundamental

BBME 13108-1 Base course Annex A Table 16

Annex B Table 20

Annex C fundamental

BBCS 13108-1 Wearing course Annex A Table 16 Annex B Table 20

Annex C empirical

BBCS 13108-1 Base course Annex A Table 16

Annex B Table 20

Annex C empirical

BBA 13108-1 Wearing course Annex A Table 16 Annex B Table 20


BBA 13108-1 Base course Annex A Table 16

Annex B Table 20


BBM 13108-1 Wearing course Annex A Table 16 Annex B Table 20

Annex C empirical

BBM 13108-1 Base course Annex A Table 16

Annex B Table 20

Annex C empirical

BBTM 13108-2 Wearing course Annex A Table 17 Annex B Table 20

Annex C empirical

BBDr 13108-7 Wearing course Annex A Table 18 Annex B Table 20

Annex C empirical

GB 13108-1 Road base layer Annex A Table 16 Annex B Table 20


GB 13108-1 Sub-base layer Annex A Table 16 Annex B Table 20



– 11 – january 2008

EME 13108-1 Road base layer Annex A Table 16 Annex B Table 20

Annex C fundamental

EME 13108-1 Sub-base layer Annex A Table 16 Annex B Table 20

Annex C fundamental

AC 13108-6 Wearing course Annex A Table 19 Annex B Table 20

Annex C empirical

* Readers are reminded that in all cases the binder content is expressed as a percentage of the total mass of the mix.

Table 1: Name and reference

In addition to this classification, a use, a class and a type may be defined as shown in Table 2 below.

French name

European name Use Class Type

BBSG EB Ø roul liant Wearing course 1, 2 or3 0/10 or 0/14 BBSG EB Ø liai liant Base course 1, 2 or3 0/10 or 0/14 BBME EB Ø roul liant Wearing course 1, 2 or3 0/10 or 0/14 BBME EB Ø liai liant Base course 1, 2 or3 0/10 or 0/14 BBCS EB Ø roul liant Wearing course No class 0/10 or 0/14 BBCS EB Ø liai liant Base course No class 0/10 or 0/14 BBA EB Ø roul liant Wearing course 1, 2 or 3 C or D and 0/10 or 0/14 BBA EB Ø liai liant Base course 1, 2 or 3 C or D and 0/10 or 0/14 BBM EB Ø roul liant Wearing course 1, 2 or 3 A, B or C and 0/10 or 0/14 BBM EB Ø liai liant Base course 1, 2 or 3 A, B or C and 0/10 or 0/14

BBTM BBTM Ø classe liant Wearing course 1 or 2 0/6 or 0/10 BBDr BBDr Ø liant Wearing course 1 or 2 0/6 or 0/10 GB EB Ø assise liant Road base layer 2, 3 or 4 0/14 or 0/20 GB EB Ø assise liant Sub-base layer 2, 3 or 4 0/14 or 0/20

EME EB Ø assise liant Road base layer 1 or 2 0/10, 0/14 or 0/20 EME EB Ø assise liant Sub-base layer 1 or 2 0/10, 0/14 or 0/20

Ø: diameter of largest aggregate particle Binder:state the penetration grade used

Table 2: Use, class and type

Examples:

BBSG 1 0/10: class 1 semi-coarse asphalt concrete with 0/10 grading (EB 10 roul 35/50)

BBA D 2 0/14: class 2 gap graded airfield asphalt concrete with a grading of 0/14 (EB 14 roul 35/50)

The tables in Annex A and B show the tests to be performed and the correspondence between the French mixes named above and the characteristics of the aggregate as laid down in European standard NF EN 13043 and the French standard XP P 18-545.

2.3 - Characteristics of mixes and road mastic asphalts The characteristics of mixes and road mastic asphalts must comply with those stated in the national forewords for the corresponding product standards.


– 12 – january 2008

3 - Type test and level of mix design for bituminous coated materials 3.1 - Type test The type test is performed in a laboratory. It is not compulsory to perform a type test for each construction project as it is possible to use the results of previous tests. The type tests are described in the standard NF P 98-150-1.

The decision to use previous results or to perform a new test should be made with reference to the importance of the project, its size, the date of the previous studies and how representative they are. The study should have been performed less than 5 years ago in standard situations and, for example, less than one year ago in specific situations.

3.2 - Mix design level 5 levels of mix design have been defined in France, denoted by the figures 0 to 4.

Level 0 consists of defining a grading curve and fixing a binder content.

The other levels of mix design are as follows: • level 1: water resistance test and GSP test; • level 2: water resistance test, GSP test and wheel tracking test; • level 3: water resistance test, GSP test, wheel tracking test and stiffness test; • level 4: water resistance test, GSP test, wheel tracking test, stiffness test and fatigue test.

The level of mix design which is applied to a coated material depends on its position within the pavement (wearing course, base course or sub-base and road base layers), the level of stress to which it is subjected and the level of technical risk associated with it.

The tables contained in the following sections state the specifications and test conditions for the various mixes.

With regard to resistance to rutting, it may be necessary to perform a wheel tracking test in order to ensure the mix performs adequately if the level of stress to which it is subjected is: • very severe (Mediterranean climate, channelized traffic, slow speeds): the wheel tracking test is compulsory; • severe (continental climate, channelized traffic, slow speeds): the test may be necessary; • normal (continental climate, non-channelized traffic, normal speeds): to be decided by the contract manager.

The characteristics which are required for the mixes used in France are set out in Annex C at the end of this document.

For example, for a coated material used in a sub-base layer within a structure, level 1 mix design supplemented by a stiffness test could be demanded.


– 13 – january 2008

4 - Characteristics of the aggregate The characteristics of the aggregate must comply with the standard NF EN 13043 and the additional provisions of the experimental standard XP P 18-545.

Reference to the standard NF EN 13043 should be made either by directly specifying the categories, or by employing summary codes which bring together several characteristics.

If summary codes are used they must be defined in the contracts.

The codes Anc, Bnc, Cnc, Dnc are in conformity with the standard NF EN 13043.

The codes A, B, C, D meet the additional provisions in the standard XP P 18-545.

Articles 7 and 8 of the standard XP P 18-545 supplement the European standard: • by adding specifications regarding regularity or cleanliness which are considered indispensable for the quality of

the French bituminous mixtures; • by proposing, in the case of applications where it is justified, that the Los Angeles (LA) values and Micro-Deval

(MDE) values are able to offset one another up to a limit of 5 points;

The justification for applying the offsetting rule between the LA and MDE values must be stated in the contract documents (for example, the economical and rational use of resources or a reduction in transport with reference to sustainable development).

The specifications are set out in Tables 3 to 8 for the mixes mentioned in the Annexes.

Los Angeles NF EN 1097-2

Micro-Deval NF EN 1097-1

Determination of the polished stone value of chippings for wearing

courses NF EN 1097-8

NF EN 13043 and Code XP P 18-545

LA20 MDE15 PSV 56 Anc LA20 MDE15 PSV 50 Bnc LA25 MDE20 PSV 50 Cnc LA30 MDE25 Dnc

Table 3: Physical characteristics of chippings according to NF EN 13043- coded nc

Los Angeles NF EN 1097-2

Micro-Deval NF EN 1097-1

Determination of the polished stone value of chippings for wearing

courses NF EN 1097-8

Code XP 18-545

LA20 MDE15 PSV 56 A (1) LA20 MDE15 PSV 50 B (1) LA25 MDE20 PSV 50 C (1) LA30 MDE25 D (1)

(1) Maximum offsetting of 5 points is possible between LA et MDE values in applications where it is justified.

Table 4: Physical characteristics of chippings according to the additional provisions in XP P 18-545


– 14 – january 2008

Grading to D/1.4

if 2 ≤ D/d < 4

to D/2 if

D/d ≥ 4 Property Flakiness (NF EN 933-3) Code

GC85/20 GC85/15 if used in a gap-graded

mix f 0.5(2) FI20 FI 25 if D ≤ 6.3 mm II

(1)

GC85/20

G 25/15 or

G 20/15 G20/17.5

f 1(3) FI25 FI 30 if D ≤ 6.3 mm III (1)

(1) Additional criteria for the geometric regularity of aggregate particles are necessary: the maximum tolerated range between d and D is 10%. (2) f1 if MBF 10 (3) f2ifi MBF10

Table 5: Manufacturing requirements for chippings

Grading Assessment of fines < 0.125 mm (NF EN 933-9) Code G F85 G TC10

G A85 for graded aggregate D > 2mm MBF10 a (1)

(1) Code a signifies that the 0/2 mm fraction has the properties MB2. It is accepted that the < 0.125 mm aggregate complies with MBF10 if the 0/2 mm fraction complies with MB2

Table 6: Manufacturing requirements for sands and graded aggregate

Chippings for wearing courses Percentage of broken surfaces NF EN 933-5

Correspondence with the results of the flow test EN 933-6 (1) Code

C 100/0 None - C 95/1 ECG 110 Ang 1 C 90/1 ECG 105 Ang 2 C 50/10 ECG 95 Ang 3

(1) Alternative test conducted on the 4/6.3 – 6.3/10 – 4/10 or 10/14 mm fraction depending on which has the highest presence

Table 7: Angularity of alluvial chippings from rivers or the sea

Sands for wearing courses Flow test

NF N 933-6 on the 0/2mm fraction Code

ECS 38(1) Ang 1 ECS 35 Ang 2 ECS 30 Ang 3

(1) it is occasionally difficult to achieve this value

Table 8: Angularity of alluvial sands from rivers or the sea

The codes which correspond to the specifications in the French standards are given for the different mixes in Annex B at the end of this document.


– 15 – january 2008

5 - The characteristics of fines 5.1 - The characteristics of fillers The characteristics of fillers are set out in Table 9.

Parameter Specification Maximum range Vsi 100 -

Li 85 10 Grading 2 mm

(% of passing fraction by mass) 0.125 mm 0.063 mm

Li 70 10

Blaine test Stated range e < 140 m²/kg True density Stated value

Rigden void content V28/45 Delta ring and ball temperature ΔTBA 8/16

Table 9: Physical characteristics and grading

5.2 - Quality of fines and particles < 0.125 mm in sands and graded aggregate

The fines must comply with Table 10.

Test Value (g/kg) Methylene blue test (amount of methylene blue absorbed in grams by 1000 g of fines, NF EN 933-9)

MBF10

Table 10: Characterization of fines

6 - Coating binders The coating binders used must comply with the standards for pure bitumens (NF EN 12591), hard bitumens (NF EN 13924) and modified binders (NF EN 14023). Special binders which are not yet covered by standards can also be used for mixes and mastic asphalts.


– 16 – january 2008

7 - Reclaimed asphalt 7.1 - The use of reclaimed asphalt The standard NF EN 13108-8 makes it possible to classify reclaimed asphalt. Table 11 below supplements this and details the possible uses of reclaimed asphalt in new mixes on the basis of its composition and characterization.

Use of reclaimed asphalt Wearing course 0 % 10 %(1) 30 % 10 % 40%

Base course Pavement layer Sub-base and road base layers

10 % 20 % 30% 40 %

Content TLNS TL2 TL1 Bituminous binder Penetration or TR&B BNS B2 B1

Grading GNS G2 G1 Components

of the reclaimed asphalt Aggregate Intrinsic

characteristic RNS R1 RNS R1

(1) if the average binder content of the reclaimed asphalt exceeds 5%, the mix is considered to be an asphalt concrete whose aggregate has been selected with reference to minimal criteria close to those desired for the recycled material.

Table 11: Use of reclaimed asphalt

The percentages of reclaimed asphalt given in this Table may be increased on condition that each batch of reclaimed asphalt is characterized or if its origin is known and uniformity and compliance with the specifications is guaranteed. It must be borne in mind that the percentage of reclaimed asphalt that can be added to mixes also depends to a very high degree on the manufacturing equipment.

It is therefore necessary to characterize the reclaimed asphalts which are discussed in the following sections in order to be able to use recycled asphalt in the percentages specified in the Table above. This involves: • the average binder content (TL) and its range (7.2), • the minimum penetration or maximum ring and ball temperature (B) of the binder in the reclaimed asphalt and

their ranges (7.3), • the grading uniformity (G) of the reclaimed asphalt (7.4), • intrinsic characteristics and angularity (R) (7.5).

7.2 - Average binder content and its range The categories of reclaimed asphalt are defined on the basis of its binder content range, see Table 12.

Binder content range Category ≤ 1 % TL 1 ≤ 2 % TL 2

> 2 % or not specified TL NS

Table 12: Binder content and category of recycled asphalt


– 17 – january 2008

7.3 - Minimum penetration or maximum TR&B of the binder in the reclaimed asphalt and their ranges

As specified in the standard NF EN 13108-8, the categories of reclaimed asphalt in France are to be stated and defined on the basis of the range of penetration or the TR&B of the binder as shown in Table 13.

Penetration in 1/10 mm T R&B in °C Frequency of test Category Minimum = 5 and

range ≤ 15 Maximum = 77 and

range ≤ 8 1 test for every 1000 tonnes with a minimum of 5 tests B1

Minimum = 5 Maximum = 77 1 test for every 1000 tonnes with a minimum of 5 tests B 2

To be stated To be stated Not specified B NS

Table 13: Classification with regard to the binder’s range of penetration or TR&B of the binder

7.4 - The grading uniformity of reclaimed asphalt The categories of reclaimed asphalt are defined on the basis of the grading uniformity of the aggregate it contains (Table 14).

% passing a sieve of size 1.4 D

% passing sieve of size D

% passing a 2 mm sieve

% passing a 0.063 mm sieve

Category

Vsi 99 Li 85 Ls 99 e 10 e 15 e 4 G1 Vsi 99 Li 80 Ls 99 e 15 e 20 e 6 G2

Not specified Not specified Not specified Not specified G NS

N.B.: D, Vsi, Li, Ls and e are defined as in the standard XP P 18-545

Table 14: Classification with reference to the grading uniformity of the aggregate

7.5 - Intrinsic characteristics and angularity The categories of reclaimed asphalt are defined on the basis of the intrinsic characteristics and angularity of the aggregate it contains (Table 15). The characteristics of the aggregate can be found in the documents used to design the mixes present in the reclaimed asphalt.

Category of aggregate Frequency of tests Category Code A or B and code Ang 1 for chippings and

sand 1 per batch R1

Code C or not characterized Not specified R NS

Table 15: Required intrinsic characteristics and angularity for aggregate extracted from reclaimed asphalt

In order for a batch of reclaimed asphalt to be classified in category R1, the following values must be measured for the aggregate after binder stripping or obtained from existing documents: • The Los Angeles value and the Micro-Deval value according to the standards NF EN 1097-2 and NF EN 1097-1, • The PSV value (only if the aggregate is to be used in a wearing course) as specified in NF EN 1097-8

The batch is identified using a reclaimed asphalt information sheet (FTAE) of the type shown in Annex D.


– 18 – january 2008

8 - Manufacture, laying, tests (reminder) The French standards that are derived from European standards stop when the mix is loaded onto trucks. Consequently, the standard NF P 98-150-1 is an indispensable supplement to French standards for mixes.

8.1 - Manufacture The production control of mixes is detailed in the standard NF P 98-150-1.

8.2 - Laying and tests The tests and the specifications to be complied with are given in the standard NF P 98-150-1 which explains the laying thickness on the basis of the type of mix, the average texture depth to be achieved for wearing courses in the case of the different mixes and the voids content to be obtained at the worksite.


– 19 – january 2008

9 - How to use this guide This document makes it possible to transcribe the information that is required to design and specify the hot mix asphalts which are in common use in France in the language of the NF EN standards. To facilitate the task, this section illustrates the various stages of this transcription with reference to a specific case.

Let us consider the case of a class 1 semi-coarse asphalt concrete with a 0/10 grading (BBSG 1 0/10) which is to be used in a base course

Table 1 in §2.2 makes it possible to find where the necessary information can be found on the basis of the name of the mix. The Table 2 in §2.2 lists the names and classifications of the bituminous materials used in France. For this example, for a BBSG used in a base course, it is necessary to refer to the standard NF EN 13 108-1 and the information necessary for mix design in 0 Table 16, the minimum specification for the aggregate in Annex B and the performance in Annex C (it is possible to choose between the empirical characteristic in Table 21 and the fundamental characteristics in Table 29.

1. Once a level of mix design has been selected as described in § 3.2 of this document, the tables in Annex A will provide the characteristics to be achieved and the test methods to be applied. Level 2 mix design includes the performance of water sensitivity tests, GSP tests and rutting tests. The reference “test” standards are, for the GSP test, the standard NF EN 12 697-31, for the water sensitivity test the standard NF EN 12 697-12 and for rutting the standard NF EN 12 697-22, using the large device in air at the specified temperature. Instructions are also provided about how to calculate the true density of the mix.

2. The table in Annex B then provides the minimum specifications for the aggregate. These characteristics are given in the form of a code, whose meaning is explained in the tables in § 4. In the case of BBSG used in a base course, the minimum specifications are as follows: code D for the physical characteristics of the chippings, code III for the manufacturing requirements for the chippings, code a for the manufacturing requirements for the sands and, if alluvial aggregate is used, code Ang3 for angularity.

3. 0 states the test results which should be obtained. When, if the choice is available, it has been decided to adopt an empirical or fundamental approach, all that is required is to apply the performance to be obtained for a given mix design.

For a BBSG 1 0/10 designed using the empirical approach, the specifications are as follows: • The type of binder is to be stated; • The minimum binder content is TLmin5.2; • The GSP voids content can vary between Vmin5 and Vmax10 (after 60 gyrations); • The water sensitivity is ITSR70; • The rutting resistance is characterized by P10 (≤10% at 60°C and 30 000 cycles), Vi=5% and Vs=8%.

This is a simplified example of the use of this guide. It is strongly recommended to read carefully the entire document in order to gain a fuller understanding of the operation of the NF EN standards.


Collection « Les outils » – Sétra – 20 – juillet 2008

Annex A: Mix design Property Test method

True density of mixes EN 12697-5 method A in water Voids content of GSP specimens EN 12697-31 Water sensitivity (1) EN 12697-12 Resistance to permanent deformation (2)- for mixes designed for axle loads ≥ 13 T

EN 12697-22, large device, in air at the specified temperature

Stiffness modulus EN 12697-26 – Annex A and E 2 point fatigue test for pavement design EN 12697-24 – Annex A Resistance to fuel(3) (airfields) EN 12697-43 Resistance to de-icing fluids (airfields) EN 12697-41 (1) Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures - Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity. (2)This test is required in France for mixes used on airfields. (3) For bituminous mixes used on airfields only.

Table 16: Type of test and method for asphalt concrete designed according to the standard EN 13108 1 (BBM, BBSG, BBA, BBCS, BBME, GB, EME)

Property Test method True density of coated materials of coated materials EN 12697-5 method A in water Voids content of GSP specimens EN 12697-31 Water sensitivity (1) EN 12697-12

Mechanical stability EN 12697-22, large device, in air at the specified temperature (1) Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures - Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity..

Table 17: Type of test and method for asphalt concrete for very thin layers designed according to the standard EN 13108 2 (BBTM)


– 21 – january 2008

Property Test method True density of coated materials of coated materials EN 12697-5 method A in water

Voids content of GSP specimens EN 12697-31 Permeability EN 12697-19

Water sensitivity (1) EN 12697-12 (1 Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures - Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity.

Table 18: Type of test and method for BBDr designed according to the standard EN 13108 7

Property Test method

Permanent deformation for indentation values greater than 2.5 mm

EN 12697-20 for D ≤ 11.2 mm EN 12697-21 for D > 11.2 mm

Table 19: Type of test and method for road mastic asphalt designed according to the standard 13108-6


– 22 – january 2008

Annex B: Minimum specifications for aggregate in mixes:

Manufacturing requirements Angularity of crushed rock

aggregate Use French name Physical characteristics of chippings

chippings sands chippings sands

BBTM BBDr

BBA (high stress)

AT AC

LA20 - MDE15 (1)

PSV50

Code B

GC85/20 (2) G20/15 or G25/15 e10 to d and D FI20 (3) f0.5 (5)

Code II

Wearing course BBSG

BBME BBCS BBA BBM

LA25 - MDE20 (1)

PSV50

Code C

C95/1 or

ECG110

Code Ang1

ECS38 (9)

Code Ang1

Thin base course BBM

LA25 - MDE20 (1)

Code C

BBSG BBME BBCS BBA

Thick base course and

road base layer

C50/10 or

ECG95

Code Ang3

ECS30

Code Ang3 Sub-base layer

EME GB

LA30 - MDE25 (1)

Code D

GC85/20

G20/15 or G25/15

e10 to d and D

FI25 (4) f1 (6)

Code III

GF85 (7)

GTC10

MB2 (8)

Code a

(1) With the possibility of applying a maximum offsetting of 5 points between the LA and MDE values, if the justification is explicitly stated in the contract documents. (2) GC85/15 for gap-graded mixes. (3) FI25 if D ≤ 6.3 mm. (4) FI30 if D ≤ 6.3 mm. (5) f1 if MBF10. (6) f2 if MBF10. (7) GA85 if 2 < D ≤ 6.3 mm. (8) Means the aggregate belongs to MBF10. (9) ECS35 on condition a wheel tracking test is performed for the purpose of verification.

Table 20: Minimum specifications for aggregate in mixes

EXAMPLE OF THE SPECIFICATION of 4/6.3 mm chippings and 0/2 mm sand for BBTM: • 4/6.3 mm chippings – LA20 - MDE15 with the possibility of applying maximum offsetting of 5 points between the

LA and MDE values, if the justification is explicitly stated in the contract documents.

PSV50 - GC85/15 - G20/15 or G25/15 - e10 for d and D - FI25 - f0.5 (f1 if MBF10) – C95/1 or ECG110. • 0/2 mm sand- GF85 - GTC10 - MB2 - ECS38 or ECS35 if checking performed by a wheel tracking test.

Or : 4/6.3 mm chippings and 0/2 mm sand for gap graded mixes with codes B - II - a – Ang1.


– 23 – january 2008

Annex C: Performance summary tables Empirical approach

Name, class, type Binder

Binder content % voids (GSC)

Water sensitivity** Resistance to rutting

BBSG 1 0/10 Type to be stated TLmin5.2 Vmin5 to Vmax10 (60 gyrations)

ITSR70 • P10 (≤10% - 60°C and 30,000 cycles) • Vi= 5% – Vs = 8%




ITSR70 • P7.5 (≤7.5% - 60°C and 30,000 cycles) • Vi= 5% – Vs = 8%


ITSR70 • P7.5 (≤7.5% - 60°C and 30,000 cycles) • Vi= 5% – Vs = 8%





** Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures - Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity.

Table 21: Performance to be attained, with the empirical approach, for BBSG wearing courses and base courses




BBCS 1 0/10 Type to be stated TLmin5.2 Vmin4 to Vmax9 (40 gyrations)

ITSR80 --


ITSR80 --


ITSR70 --

BBCS 4 0/14 Type to be stated TLmin4.8 Vmin4 to Vmax9

(100 gyrations) ITSR70

--


Table 22: Performance to be attained, with the empirical approach, for BBCS wearing courses and base courses


– 24 – january 2008

Name, class, type

Binder Binder content

% voids (GSC) Water sensitivity** Resistance to rutting

Base course: Vmin4 to Vmax8 (60 gyrations)

ITSR70 BBA C 1 0/10 Type to be stated TLmin5.4 Wearing course:

Vmin3 to Vmax7 (60 gyrations) ITSR80

• P15 (≤15% - 60°C and 10,000 cycles) • Vi= 4% – Vs = 7%








• P7.5 (≤7.5% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


ITSR70

BBA C 1 0/14 Type to be stated TLmin5.2 Wearing course: Vmin3 to Vmax7 (80 gyrations)

ITSR80









• P7.5 (≤7.5% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%

BBA D 1 0/10 Type to be stated TLmin5.2 Vmin5 to Vmax9 (40 gyrations) ITSR80 • P15 (≤15% - 60°C and 10,000 cycles) • Vi= 4% – Vs = 7%


BBA D 3 0/10 Type to be stated TLmin5.2 Vmin5 to Vmax9 (40 gyrations) ITSR80 • P7.5 (≤7.5% - 60°C and 10,000

cycles) • Vi= 4% – Vs = 7%



BBA D 3 0/14 Type to be stated TLmin5.0 Vmin5 to Vmax9 (60 gyrations) ITSR80 • P7.5 (≤7.5% - 60°C and 10,000

cycles) • Vi= 4% – Vs = 7%


Table 23: Performance to be attained, with the empirical approach, for BBA wearing courses and base courses


– 25 – january 2008

Name, class, type Binder Binder content % voids (GSC) Water sensitivity** Resistance to rutting

BBMA 1 0/10 Type to be stated TLmin5.0 Vmin6 to Vmax11 (40 gyrations) ITSR70












BBMB 1 0/10 Type to be stated TLmin5.0 Vmin7 to Vmax12 (40 gyrations) ITSR70












BBMC 1 0/10 Type to be stated TLmin5.0 Vmin8 to Vmax13 (40 gyrations) ITSR70






Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures - Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity.

Table 24: Performance to be attained, with the empirical approach, for BBM wearing courses and base courses


– 26 – january 2008

Name, class, type Binder Binder content % voids (GSC) Water sensitivity** Mechanical stability

BBTM 1 0/6 Type to be stated Tlmin 5.0 Vmin12 to Vmax19 (25 gyrations) ITSR75

• P20 (≤20% - 60°C and 3,000 cycles)

• Vi= 16% – Vs = 22%


• P20 (≤20% - 60°C and 3,000 cycles)

• Vi= 16% – Vs = 22%





** Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity..

Table 25: Performance to be attained, with the empirical approach, for BBTM wearing courses




BBDr 1 0/6 Type to be stated TLmin4.0 • Vmin20 (40 gyrations) • Vmax26 (40 gyrations) • Vmin14 (200 gyrations)

ITSR80

--

BBDr 2 0/6 Type to be stated TLmin4.0 • Vmin26 (40 gyrations) • Vmax30 (40 gyrations) • Vmin20 (200 gyrations)

ITSR80

--

BBDr 1 0/10 Type to be stated TLmin4.0

• Vmin20 (40 gyrations) • Vmax26 (40 gyrations) • Vmin14 (200 gyrations)

ITSR80

--

BBDr 2 0/10 Type to be stated TLmin4.0

• Vmin26 (40 gyrations) • Vmax30 (40 gyrations) • Vmin20 (200 gyrations)

ITSR80

--


Table 26: Performance to be attained, with the empirical approach for BBDr wearing courses


– 27 – january 2008

Name, class, type Binder Binder content % voids (GSC) Water sensitivity** Resistance to rutting

GB 2 0/14 Type to be stated TLmin3.8 Vmax11

(100 gyrations) ITSR70 • P10 (≤10% - 60°C and 10,000 cycles) • Vi= 8% – Vs = 11%








Table 27: Performance to be attained, with the empirical approach, for mixes for GB sub-base and roadbase layers

French name Binder content Indentation

AT 0/4 TLmin 7.5 Imin 2, Imax 8, (1)

AT 0/6 TLmin 7.5, Imin 2, Imax 8, (1) AC1 0/6 TLmin 7.0 Imin1, Imax 3, (1)

AC1 0/10 TLmin 7.0 Imin 1, Imax 3, (1) AC2 0/10 TLmin 6.5 Imin1, Imax 3, (1) AC2 0/14 TLmin 6.5 Imin1, Imax 3, (1)

(1) to be specified depending on the selected indentation test

Table 28: Performance to be attained, with the empirical approach, for road mastic asphalt


– 28 – january 2008

Annex D: Performance summary tables Fundamental approach

Name, class, type Binder % voids (GSC)

Water sensitivity** Resistance to rutting Modulus Fatigue

BBSG 1 0/10 Type to be stated Vmin5 to Vmax10 (60 gyrations) ITSR70

• P10 (≤10% - 60°C and 30,000 cycles)

• Vi= 5% – Vs = 8%

• Smin5 500 (≥ 5,500 MPa at 15°C, 10Hz or 0.02s)

• -Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


• P10 (≤10% - 60°C and 30,000 cycles)

• Vi= 5% – Vs = 8%

• Smin5 500 (≥ 5,500 MPa at 15°C, 10Hz or 0.02s)

• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


• P7.5 (≤7.5% - 60°C and 30,000 cycles)

• Vi= 5% – Vs = 8%

• Smin7,000 (≥ 7,000 MPa at 15°C, 10Hz or 0.02s)

• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


• P7.5 (≤7 5% - 60°C and 30,000 cycles)

• Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


• P5 (≤5% - 60°C and 30,000 cycles)

• Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%

BBSG 3 0/14 Type to be stated Vmin4 to Vmax9

(80 gyrations) ITSR70 • P5 (≤5% - 60°C and

30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


Table 29: Performance to be attained, with the fundamental approach, for BBSG wearing courses and base courses


– 29 – january 2008

Name, class, type binder % voids (GSC)

Water sensitivity*

* Resistance to rutting Modulus Fatigue

BBME 1 0/10 Type to be stated Vmin5 to Vmax10 (60 gyrations)

ITSR80 • P10 (≤10% - 60°C

and 30,000 cycles) • Vi= 5% – Vs = 8%

• -Smin9,000 (≥ 9,000 MPa at 15°C, 10Hz or 0.02s)

• -Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


ITSR80 • P10 (≤10% - 60°C

and 30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


ITSR80 • P7.5 (≤7.5% - 60°C

and 30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


ITSR80 • P7.5 (≤7.5% - 60°C

and 30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


ITSR80 • P5 (≤5% - 60°C and

30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


ITSR80 • P5 (≤5% - 60°C and

30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%


Table 30: Performance to be attained, with the fundamental approach, for BBME wearing courses and base courses


– 30 – january 2008


Water sensitivity*


Base course: Vmin4 at Vmax8 (60 gyrations)

ITSR70

BBA C 1 0/10 Type to be stated Wearing course: Vmin3 at Vmax7 (60 gyrations)

ITSR80

• P15 (≤15% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%

• Smin5 500 (≥ 5 500 MPa at 15°C, 10Hz or 0.02s)

• -Vi= 4% – Vs = 7%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


ITSR70


ITSR80

• P10 (≤10% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


ITSR70


ITSR80

• P7.5 (≤7.5% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


ITSR70

BBA C 1 0/14 Type to be stated Wearing course: min3 at Vmax7


• P15 (≤15% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


ITSR70

BBA C 2 0/14 Type to be stated Wearing course: Vmin3 at Vmax7 (80

gyrations) ITSR80

• P10 (≤10% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 50,00°F, 25Hz)

• Vi= 4% – Vs = 7%


ITSR70

BBA C 3 0/14 Type to be stated Wearing course: Vmin3 to Vmax7 (80 gyrations)

ITSR80

• P7.5 (≤7.5% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


Table 31: Performance to be attained, with the fundamental approach, for class C BBA wearing courses and base courses


– 31 – january 2008


Water sensitivity*


BBA D 1 0/10 Type to be stated Vmin5 at Vmax9 (40 gyrations) ITSR80

• P15 (≤15% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


• P10 (≤10% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


• P7.5 (≤7.5% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


• P15 (≤15% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


• P10 (≤10% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100(≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


• P7.5 (≤7.5% - 60°C and 10,000 cycles)

• Vi= 4% – Vs = 7%


• Vi= 4% – Vs = 7%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 4% – Vs = 7%


Table 32: Performance to be attained, with the fundamental approach, for class D BBA wearing courses


– 32 – january 2008


Water sensitivity

** Resistance to rutting Modulus Fatigue

GB 2 0/14 Type to be stated Vmax11

(100 gyrations) ITSR70 • P10 (≤10% - 60°C

and 10,000 cycles) • Vi= 8% – Vs = 11%


• Vi= 7% – Vs = 10%

• ε6-80 (≥ 80.10-6 at 10°C, 25Hz)

• Vi= 7% – Vs =10%



and 10,000 cycles) • Vi= 8% – Vs = 11%


• Vi= 7% – Vs = 10%

• ε6-80 (≥ 80.10-6 at 10°C, 25Hz)

• Vi= 7% – Vs =10%



and 10,000 cycles) • Vi= 7% – Vs = 10%


• Vi= 7% – Vs = 10%

• ε6-90 (≥ 90.10-6 at 10°C, 25Hz)

• Vi= 7% – Vs =10%



and 10,000 cycles) • Vi= 7% – Vs = 10%


• Vi= 7% – Vs = 10%

• ε6-90 (≥ 90.10-6 at 10°C, 25Hz)

• Vi= 7% – Vs =10%



and 30,000 cycles) • Vi= 5% – Vs = 8%

• Smin 11,000 (≥ 11,000 MPa at 15°C, 10Hz or 0.02s)

• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%



and 30,000 cycles) • Vi= 5% – Vs = 8%


• Vi= 5% – Vs = 8%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 5% – Vs = 8%

** Water sensitivity NF EN 12697-12 . Bituminous mixtures - Test methods for hot mix asphalt - Part 12: Determination of the water sensitivity of bituminous specimens. The European version of November 2003 contains some inaccuracies that may affect the results and is currently being revised so that it includes a compression method derived from the standard NF P 98-251-1 (September 2002) Essais relatifs aux chaussées - Essais statiques sur mélanges hydrocarbonés - Partie 1 : Essai DURIEZ sur mélanges hydrocarbonés à chaud (Test relating to pavements - Static test on bituminous mixtures - Part 1: DURIEZ test on hit-mix). Until the revised version is published it is strongly recommended to use the second of these standards in order to characterize water sensitivity..

Table 33: Performance to be attained, with the fundamental approach, for road base asphalt for sub-base and roadbase layers


– 33 – january 2008


Water resistance*

* Rutting resistance Modulus Fatigue

EME 1 0/10 Type to be stated Vmax10


• P7.5 (≤7.5% - 60°C and 30,000 cycles)

• Vi= 7% and Vs = 10%


• Vi= 7% and Vs = 10%

• ε6-100 (≥100.10-6 to 10°C, 25Hz)

• Vi= 7% and Vs =10%



• P7.5 (≤7.5% - 60°C and 30,000 cycles)

• Vi= 7% and Vs = 10%


• Vi= 7% and Vs = 10%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 7% – Vs =10%



• P7.5 (≤7.5% - 60°C and 30,000 cycles)

• Vi= 7% and Vs = 10%


• Vi= 7% and Vs = 10%

• ε6-100 (≥100.10-6 at 10°C, 25Hz)

• Vi= 7% and Vs =10%


(80 gyrations) ITSR70 • P7.5 (≤7.5% - 60°C

and 30,000 cycles) • Vi= 3% and Vs = 6%


• Vi= 3% and Vs = 6%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 3% and Vs = 6%



and 30,000 cycles) • Vi= 3% – Vs = 6%


• Vi= 3% and Vs = 6%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 3% and Vs = 6%



and 30,000 cycles) • Vi= 3% – Vs = 6%


• Vi= 3% and Vs = 6%

• ε6-130 (≥130.10-6 at 10°C, 25Hz)

• Vi= 3% and Vs = 6%


Table 34: Performance to be attained, with the fundamental approach, for mixes for EME sub-base and roadbase layers


– 34 – january 2008

Annex E: Reclaimed asphalt information sheet Place of storage / Coating plant: Company:

Diameter of the pieces of recycled asphalt:

Quantity stored: Date of test report:

Mean binder content: Category: TLNS TL2 T L1 Mean TR&B of binder:

Or mean penetration of binder : Category: BNS B2 B1

D of the stripped aggregate: Category: GNS G2 G1

Intrinsic characteristics - Category RNS R1 base or sub-base and road-base R1 wearing

Number of measurements or Doc (1)

Max.

Min.: Difference:

Binder content

Category of binder content (2) TLNS TL2 < 2 % TL1 < 1%

Number of measurements Number of measurements

Max TR&B: (≤ 7) Max. Pen: ( ≥ 5 )

Min. TR&B: Min pen.:

Difference: Difference:

TR&B or

Penetration of binder

Binder category (2) BNS B2 B1< 8 Binder category(2) BNS B2 B1


– 35 – january 2008

Passing 1.58

Den e: Number of measurements :

screen Min.: NS > 99

Max.: NS < 99 Min.: NS ≥ 80 ≥ 85 D

Difference: NS ≤ 15 ≤ 10 Max.: Min.: Diff.:

Différence:

2 mm NS ≤ 20 ≤ 15

0.08 mm NS ≤ 6 ≤ 4

Particle size

analysis of aggregate after binder

stripping

Grading category (2) GNS G 2 G1

class d/D tested: Doc(1) LA

MDE

PSV or RAP

Friability of sand D:

Intrinsic characteristics of the aggregate

Category of intrinsic characteristics(2) R NS R 1

(1) Tick if documentary proof exists of the original binder content or the intrinsic characteristics.

(2) Put a ring round the appropriate category.


– 36 – january 2008

Annex F: List of tables Table 1: Name and reference .......................................................................................................................................................................11 Table 2: Use, class and type ........................................................................................................................................................................11 Table 3: Physical characteristics of chippings according to NF EN 13043- coded nc .................................................................................13 Table 4: Physical characteristics of chippings according to the additional provisions in XP P 18-545 .......................................................13 Table 5: Manufacturing requirements for chippings....................................................................................................................................14 Table 6: Manufacturing requirements for sands and graded aggregate........................................................................................................14 Table 7: Angularity of alluvial chippings from rivers or the sea .................................................................................................................14 Table 8: Angularity of alluvial sands from rivers or the sea ........................................................................................................................14 Table 9: Physical characteristics and grading ..............................................................................................................................................15 Table 10: Characterization of fines..............................................................................................................................................................15 Table 11: Use of reclaimed asphalt..............................................................................................................................................................16 Table 12: Binder content and category of recycled asphalt .........................................................................................................................16 Table 13: Classification with regard to the binder’s range of penetration or TR&B of the binder .................................................................17 Table 14: Classification with reference to the grading uniformity of the aggregate ....................................................................................17 Table 15: Required intrinsic characteristics and angularity for aggregate extracted from reclaimed asphalt ..............................................17 Table 16: Type of test and method for asphalt concrete designed according to the standard EN 13108 1 (BBM, BBSG, BBA, BBCS,

BBME, GB, EME).............................................................................................................................................................................20 Table 17: Type of test and method for asphalt concrete for very thin layers designed according to the standard EN 13108 2 (BBTM) ....20 Table 18: Type of test and method for BBDr designed according to the standard EN 13108 7.................................................................21 Table 19: Type of test and method for road mastic asphalt designed according to the standard 13108-6 ...................................................21 Table 20: Minimum specifications for aggregate in mixes..........................................................................................................................22 Table 21: Performance to be attained, with the empirical approach, for BBSG wearing courses and base courses ....................................23 Table 22: Performance to be attained, with the empirical approach, for BBCS wearing courses and base courses ....................................23 Table 23: Performance to be attained, with the empirical approach, for BBA wearing courses and base courses ......................................24 Table 24: Performance to be attained, with the empirical approach, for BBM wearing courses and base courses......................................25 Table 25: Performance to be attained, with the empirical approach, for BBTM wearing courses...............................................................26 Table 26: Performance to be attained, with the empirical approach for BBDr wearing courses..................................................................26 Table 27: Performance to be attained, with the empirical approach, for mixes for GB sub-base and roadbase layers ..............................27 Table 28: Performance to be attained, with the empirical approach, for road mastic asphalt ...............................................

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